Veneers provide the exterior wall finish and transfer out-of-plane loads directly to the backing, but they are not considered to add to the load-resisting capacity of the wall system. Backing material may be masonry, concrete, wood studs or steel studs. There are basically two types of veneer—anchored veneer and adhered veneer. They differ by the method used to attach the veneer to the backing, as illustrated in Figure 1. For the purposes of design, veneer is assumed to support no load other than its own weight.
The backing must be designed to support the lateral and in some instances the vertical loads imposed by the veneer in addition to the design loads on the wall, since it is assumed the veneer does not add to the strength of the wall. Masonry veneers are typically designed using prescriptive code requirements that have been developed based on judgement and successful performance.
The prescriptive requirements relate to size and spacing of anchors and methods of attachment, and are described in the following sections. The assembly can be designed as a noncomposite cavity wall where the out-of-plane loads are distributed to the two wythes in proportion to their relative stiffness. In addition to structural requirements, differential movement between the veneer and its supports must be accommodated. Movement may be caused by temperature changes, moisture-volume changes, or deflection.
In concrete masonry, control joints and horizontal joint reinforcement effectively relieve stresses and accommodate small movements. For veneer, control joints should generally be placed in the veneer at the same locations as those in the backing, although recommended control joint spacing can be adjusted up or down based on local experience, the aesthetic requirements of the project, or as required to prevent excessive cracking.
For exterior veneer, water penetration into the cavity is anticipated. Therefore, the backing system must be designed and detailed to resist water penetration and prevent water from entering the building. Flashing and weeps in the veneer collect any water that penetrates the veneer and redirects it to the exterior. Partially open head joints are one preferred type of weep. They should be at least 1 in.
If necessary, insects can be thwarted by inserting stainless steel wool into the opening or by using proprietary screens. For anchored veneer, open weeps can also serve as vents, allowing air circulation in the cavity to speed the rate of drying. Additional vents may be installed at the tops of walls to further increase air circulation.
Note: For clarity, not all construction elements are shown. See TEK B ref. Anchored veneer is veneer which is supported laterally by the backing and supported vertically by the foundation or other structural elements.
Anchors are used to secure the veneer and to transfer loads to the backing. Anchors and supports must be noncombustible and corrosion-resistant. The following prescriptive criteria apply to anchored veneer in areas with velocity pressures, q z , up to 40 psf 1.
Modified prescriptive criteria is available for areas with q z greater than 40 psf 1. These modified provisions are presented in the section High Wind Areas.
In areas where q z exceeds 55 psf 2. In areas where seismic activity is a factor, anchored veneer and its attachments must meet additional requirements to assure adequate performance in the event of an earthquake. Otherwise, a 2 in. As an alternative, proprietary insulating drainage products can be used.
Deflection of the backing should be considered when using masonry veneer, in order to control crack width in the veneer and provide veneer stability. This is primarily a concern when masonry veneer is used over a wood or steel stud backing. Building Code Requirements for Masonry Structures, however, does not prescribe a deflection limit for the backing. Rather, the commentary presents various recommendations for deflection limits. The height and length of the veneered area is typically not limited by building code requirements.
The exception is when anchored veneer is applied over frame construction. For wood stud backup, veneer height is limited to 30 ft 9. Similarly, masonry veneer over steel stud backing must be supported by steel shelf angles or other noncombustible construction for each story above the first 30 ft 9. Memari, M. Thermal and hydrothermal analyses of the proposed wall system with different stud gauges and arrangements are discussed. The movement joint design aspects, a pressure moderation performance evaluation, the simulated wind-driven water penetration results, and an example cost analysis are also presented.
Some of the issues that need consideration for the practical application of the system are also described. A simple mathematical model is proposed to predict these curves at different values of plastic strain. An exponential relationship involving the axial stress, the axial strain, and the plastic residual strain is found to be appropriate to represent the reloading and unloading curves. It is shown that the reloading curves can be mathematically represented by a family of parabolas and the unloading curves can be similarly represented by a family of straight lines.
The equations of a parent parabola and a parent straight line are used to generate the family of parabolas and the family of straight lines respectively. The families of parabolas and straight lines can then be used to compute the reloading and unloading curves respectively. Comparisons of the model predictions with the experimental reloading and unloading curves show very good agreement.
V and Patel, A. Brick masonry has been used from time immemorial for construction of low- rise residential buildings and columns etc. The strength of masonry depends on the strength of brick, mortar and adhesion between the two, joint thickness and various other factors.
Thus for the same type of brick, using same proportion of cement and sand, the strength obtained may differ to due to variation in quantity of water, difference in workshop, arrangement of bricks and many other reasons. Under the compressive load, mortar deforms laterally and squeezes out causing cracks at joints. Some additives in mortar increase the adhesion at the brick faces, increasing the strength.
However clay content in sand decreases the adhesion, and consequently the strength of masonry. The other factor that affects the strength is joint thickness. The adhesion between brick and mortar depends upon the effective. Transfer to matrix between these two materials, which in turn depends upon appropriate thickness of mortar joint used for bonding the bricks.
The size of brick is also one of the important factors that may affect the strength of brick masonry. The brick that was commonly used in early 's was quite thin 25 to30mm whereas present practice is to use thicker bricks.
Large brick size reduces number of mortar joints which are the weak parts in masonry. Minimization of mortar joins is likely to increase the strength and makes masonry more economical and reduces the overall cost of construction. Frog plays an important role in bonding the brick work. Shape and size of frog may affect the strength of brick masonry to certain extent.
It is presumed that rendering over masonry is incorporated to prevent the effect of atmospheric agencies on brick masonry. With all these parameters in mind an experimental programme was undertaken to study the effect of these parameter on crushing strength of masonry and conclusions are reported.
Brick and brick masonry have been used extensively in building construction for many centuries and continues to dominate as the commonly used construction material either as a load bearing or as a filler wall. It is further well established that if good quality bricks having crushing strength more than Use of brick masonry has been known, especially in India, for nearly years.
Even in other countries brick masonry has been in use for more than thousand years. However, the earliest recent material like concrete has received far greater attention by the Civil Engineer.
For instance, research papers on concrete are found as early as in However, the earliest report on brick masonry was produced in The paucity literature in the Indian context is also striking, in spite of the fact that a few sporadic attempts were made to study brick masonry since the mid sixties.
The problem of brick masonry in India is compounded by the fact that bricks and mortars vary widely in character in different regions. The situation is very different from that of concrete. Alshebani and s. Forty-two square panels were tested under cycle loading until failure for two cases of loading: 1 Normal to the bed joint; and 2 parallel to the bed joint. Failure due to cyclic compressions was usually characterized by a simultaneous failure of brick units and head joints or by splitting in the bed joints depending on whether the panel was loaded normal or parallel to the bed joint, respectively.
The characteristics of the stress-strain relationship of the two loading conditions are presented in this paper. Envelope, common point, and stability point stress-strain curves were established based on test data, and an exponential formula was found to provide a reasonable fit to the test data. It was concluded that the peak stress of the stability point curve can be regarded as the maximum permissible stress level that is found to be approximately equal to two thirds of the failure stress.
It was also observed that the permissible stress level depends on the plastic strain level present in the material due to cyclic loading. Khalaf and a. This paper suggests new tests for calculating the porosity and water absorption values of clay bricks, which involve the testing of mm brick lumps instead of full brick units. The author investigates the lateral stiffness of in-filled frames, particularly focusing on the reduction of stiffness due to opening.
The finite element method is used to analyze various configuration. Infill behaviour in itself is quite complex and openings add to the complexity of the problem. Thus the author is to be commended for examining problem. Ewing and Mervyn J. Based on the experimental results, five limit states for clay brick masonry in compression are proposed, as well as equivalent stress blocks for design.
Thin galvanized steel plates placed in the mortar joints during construction provided prism confinement. It is shown that confinement plates are extremely effective in enhancing the ultimate compressive strength as well as increasing the deformation capacity of the clay brick masonry prisms.
Failure of the confined masonry prisms occurred simultaneously or immediately after yielding of the confinement plates. Experimentally obtained stress—strain curves agreed reasonably well with the modified Kent—Park model.
Cement stabilized pressed earth blocks were fabricated using different blended soils and compacted using a constant volume manual press. The effects of specimen geometry on experimental compressive strength are described and aspect ratio correction factors for unconfined unit strength outlined. Proposals for a unified approach to compression strength testing are also suggested. Bending strength testing is commonly used as an indirect method of strength assessment, as it is more readily suited to in-situ quality control testing than compression testing.
The experimental correlation between compressive and bending strengths is presented. Results of compression tests on masonry walls are also presented together recommendations for design.
Finally, the influence of test method and specimen geometry on erosion resistance and the correlation with block strength is discussed. Khalaf and Alan S. Two types of brick of different strength were crushed to coarse aggregate that was used to produce concretes of different strength.
Natural granite aggregate was also used to produce concretes in order to compare results. The paper presents the results for brick unit uniaxial compressive strength, aggregate impact value, aggregate relative density, brick and aggregate water absorption, aggregate porosity, concrete density, and concrete strength before and after exposure to high temperatures. The results showed that concrete could be produced using crushed clay bricks as the coarse aggregate and at high temperatures clay brick concrete preformed similar or even better than granite concrete.
Among them, the unfavorable role of quartz, Ca-rich silicates, and amorphous phase came out, while the role of pore size and specific surface should be more accurately evaluated in the structural design of materials. Various physical and mechanical properties of eight different types of aggregates were determined and compared with the limits set out in the British Standards for aggregate from natural sources used in concrete.
The results were also compared with granite aggregate that has been proved to be a good natural aggregate for producing PCC. The results showed that most of the crushed clay-brick aggregates tested can be used in producing PCC for low-level civil engineering applications and that some kinds of brick aggregate possess good physical and mechanical properties that qualify them for producing high-quality concrete.
M and Shanmugasundaram, V. Subramanian, V. Srisanthi and M. Energy is an important necessity for the growth of a society. Energy required per capita continuously increases and it results in serious implications on pollution, climate change and resource depletion.
Making houses energy efficient leads to a reduction in the amount of energy used. Efficient use of energy will pave way for sustainable development, as it results in better utilization of energy and less pollution.
In the modern buildings, It is very essential to predict the various parameters such as temperature, humidity, vibration, length, breadth and height accurately to control the various problems like acoustics, overload, over heat etc.
CM2, pp. This paper discuss models with ternary systems of fly ash, cement and sand by using simplex lattice and simplex centroid design for building bricks. A statistical design with upper and lower bounds of three component mixtures was adopted to select the mixture proportions of experimental points required for prediction of the product parameters, namely compressive strength, bulk density and water absorption of cement fly ash bricks.
Regression models of various orders for the above design methods are developed. Arulrajah, J. Piratheepan, T. Aatheesan and M. The properties of the recycled crushed brick were compared with the local state road authority specifications in Australia to assess its performance as a pavement sub-base material.
The experimental programme was extensive and included tests such as particle size distribution, modified Proctor compaction, particle density, water absorption, California Bearing Ratio, Los Angeles abrasion loss, pH, organic content, static triaxial and repeated load triaxial tests. California Bearing Ratio values were found to satisfy the local state road authority requirements for a lower sub-base material. The Los Angeles Abrasion Loss value obtained was just above the maximum limits specified for pavement sub-base materials.
At higher moisture ratio levels shear strength of the crushed brick was found to be reduced beyond the acceptable limits. The geotechnical testing results indicates that crushed brick may have to be blended with other durable recycled aggregates to improve its durability and to enhance its performance in pavement sub-base applications.
This research paper reports the results of vertical load test on nine full scale double leaf brick cavity walls. Masonry mortar cement: lime: sand was used as a binding material in the construction of wall. Two types of ties, brick and standard steel ties were used to connect the leaves across a 50 mm cavity.
One cavity wall specimen without ties was studied in the test program. Test results show that walls with brick connectors had slight overall improvement in structural behaviour in terms of ultimate and capacities, moment curvature relationships, lateral deflections, and tie slippage, when compared to walls built with British standard steel connectors.
Comparison between theoretical and experimental results are also given 4. Wang, A. Elwi, M. Hatzinikolas and J. A total of nine walls were tested. All specimens were constructed with a partially grouted andreinforced, mm concrete masonry block wythe and a mm burnt clay brick wythe. All had a slenderness ratio of height to backup wythe thickness of The primary variable, was the axial force eccentricity. Some walls were tested with a single curvature, others were tested in double curvature.
The load-displacement response, failure mode, and ultimate load capacities are examined and reported along with the observation and discussion. In masonry structures, the walls are designed to carry both the vertical and lateral loads. The magnitude of lateral load carried by each wall depends on its relative stiffness compared to overall stiffness of the structure. Although, various methods are known for the computation of the lateral stiffness of shear walls subjected to lateral loads resulting from wind and earthquakes, the presence of openings with appreciable percentage of total area of the wall, greatly affects the stiffness of the wall.
Existing methods assume fixity at the pier-spandrel junction of the wall piers to estimate their stiffness. Results obtained by the proposed method and the finite element method indicate excellent agreement. Ramaiah Institute of Technology, Bangalore, India, , pp. Strength and thickness of mortar bed joint play vital role in strength and behavior of the masonry. The paper outlines an experimental study undertaken to investigate the effect of joint thickness on the strength of masonry prisms.
The factors considered are a types of mortar- cement mortar and soil-cement mortar, b thickness of mortar bed joint and c type of masonry unit — bricks and soil — cement blocks. The investigation is aimed at studying the variation in the strength and mode of failure. This paper includes the characteristics of material used for investigation, method of producing structurally efficient hollow blocks, construction of wall panels, detailed test procedure and the test results.
The main aim of the investigations is to study slenderness ratio parameter for hollow block wall panels under uniformly distributed compressive load.
Total ten panels of different height are tested. The relation between stress reduction factor and slenderness ratio is compared with the values in I. The other parameters studied are ratio of wall strength to block strength, ratio of experimental ultimate load to theoretical permissible load on wall, stress-strain relationship, strain distribution at the blocks and along the height of the walls and cracking and failure pattern of wall panels.
Behavior of walls was also observed during application of gradually increasing uniformly distributed load. It was observed that the wall panels failed by vertical cracking followed by cracking of mortars joints, blocks and stripping of face panels of blocks. It was observed that the strain along perpend mortar joints was more than that of bedding mortar joints. The average ratio of wall strength to block strength was found to be 0. The ratio of experimental ultimate load to theoretical permissible load on walls was found to be 7.
The stress reduction factor given in I. Code was found to be higher than experimental results for corresponding slenderness ratio. This paper deals with the determination of compressive strength and geological characteristics of natural building stones. Stones from twelve different locations have been considered in this experimental investigation. An attempt has also been made to correlate the geological characteristics to the compressive strength of the stones.
The paper describes methods currently used for compressive and bending strength testing of earth blocks. An experimental program undertaken to consider the influence of both test procedure and specimen geometry on unit compressive strength is outlined.
Un-stabilized and cement stabilized compressed earth blocks have been fabricated using different blended soils and compacted using a constant volume manual press. The effects of specimen geometry on experimental compressive strength are described and aspect ratio correction factors for unconfined unit strength are outlined.
Proposals for a unified approach to compressive strength testing are also suggested. Bending strength testing is commonly used as an indirect method of strength assessment, as it is more radialy suited to in-situ quality control testing than compression testing. The experimental correlation between compressive and bending strength is presented and general guidelines for flexural testing are also proposed.
Finally, the correlation of strength with other important characteristics, such as erosion resistance, is presented. P and Roman, H. This paper describes an investigation carried out to study the behaviour of masonry shear wall structures under lateral loading. Deflection and strains were measured during the experiment. Finite Element analysis was carried out, which gives very good agreement with experimental results provided the orthotropic properties of masonry is taken into account.
Considering masonry as isotropic will underestimate the top deflection and the stresses along the wall at the bottom. From the experiments it seems that the strain along the length of shear wall is non-linear even at very low level of the shear load.
Report, Structural Engineering Research Center. The code of practice for earthquake resistant design of buildings, IS: , is being revised with the concepts of ductility based design.
Shear wall are the main structural elements that resist the in plane lateral loads developed due to seismic action. The strength and ductility characteristics of shear walls vary predominantly with the amount of horizontal and vertical reinforcement, type of masonry panel, strength of block or brick and mortar, fixed at base etc. This paper lists the summary of various tests carried out on hollow concrete blocks, bricks, prisms and wall panels incorporating conventional bricks and structural grade hollow concrete blocks under in plane monotonic lateral load, along with super imposed gravity loads.
Force reduction factors useful for seismic strength design are also derived. The experimental results indicate that the reinforcement in masonry shear wall improves the ductility, and shear load characteristics. M and Shina, S. A series of laboratory tests were carried out on half-scale and plast brick work panels subjected to uni-axial cycle loading: 1. Normal to the bed joint; 2. Parallel to the bed joint. Failure due to cyclic compressions was usually characterized by a simultaneous failure of brick units and head joints or by splitting in the bed joints depending on the weather the panel was loaded normal or parallel to the bed joint, respectively.
Envelope, common point, and stability point stress strain curves were established based on test data, and an exponential formula was found to provide a reasonable fit to the test data. The results of the experiments show that the tensile bond strength is affected by the moisture content of brick. It almost reduces to zero if the bricks are saturated at the time of laying. On the contrary, if brick is dry and has high suction rate, there will be a partially hydrated zone in the cement paste up to a depth of several millimeters.
Experiments on the interaction between brick and cement paste have shown that the mechanical bond between these components is considerably affected by their specific surfaces and capillary dimensions. In a physical- chemical process a micro layer of ettringite is formed at the interface and tensile bond strength is critically affected by the respective mean diameter of the pores of the brick and of the micro crystals of the ettringite.
It is necessary that the pore size of the brick material to be greater than 0. To gather data on the role played by the evolution of brick-mortar interaction stresses when the load is increasing up to failure, six prototype columns made with 17th century bricks and lime mortar were prepared and tested.
The instrumentation layout allowed the writers to carefully detect the cracking load and to pick out some selected strain values. Afterward, the obtained data were discussed on the basis of the well-known hypotheses characterizing the masonry stress fields and collapse events.
A simple modification of the classical Hilsdorf equilibrium equation motivated by the observed experimental behavior led to a sensible interpretation of the nested phases of brittle failure endured by the masonry up to the collapse. In order to account for the changing interaction stress between mortar layers and brick courses, an influence factor was defined to restore the internal equilibrium during the evolution of the column damage states.
In fact, the introduced mortar influence factor holds an important position in the definition of the margin between the cracking and global failure phases, explaining why the collapse load of the column is higher than the first cracking load. Moreover, thanks to some simplifications in the analyses, it was shown that this key parameter plays the role of a strength amplification factor linked to the damage evolution, and that consequently it can be used in the approximate evaluation of the remaining reliability of the masonry column after the stabilized cracking phase.
M and Hamilton, H. Fiber reinforced polymer FRP composites have been examined as a convenient and cost effective means of strengthening un-reinforced structures.
Seismic design in the United States is almost entirely based on the assumption that the structural systems provides a ductile failure mode. FRP strengthened masonry walls inherently have brittle failure modes due to the nature of the strengthening system. The concept explored in this article is the introduction of ductility using a hybrid strengthening system.
This article presents the testing and analysis of a ductile structural steel connection that can be used to strengthen the connection of FRP strengthened shear walls to the foundation. The connection also increases energy dissipation. Results indicate that a ductile failure mode can be attained when the connection is designed to yield prior to the failure of the FRP strengthening.
Fourteen wall panels were tested. The test program included static, free-vibration, and dynamic tests using harmonic support, impulse support, and earthquake support motion. An empirical force—displacement relationship is proposed that can be used for a substitute structure in a displacement-based method of analysis. Collapse of un-reinforced masonry URM walls is the cause of many casualties during extreme loading events. The objective of this current research was to investigate effective and practical approaches for strengthening URM block walls with openings to resist extreme out-of-plane loads.
Five full-scale masonry block walls were constructed. The walls had different opening configurations such as a single center window, one window off center, two windows, a wide window and a door. The walls were tested when subjected to uniformly distributed lateral load up to failure. The walls were then strengthened using carbon fiber-reinforced polymer laminate strips and then re-tested.
The walls were set up in a vertical test frame and were subjected to cyclic out-of-plane distributed pressure using an airbag. Failure of the un-strengthened URM block wall was along the mortar joints. In the strengthened walls, failure occurred in the mortar joints as well as in concrete blocks near the carbon strips.
The lateral load carrying capacity of the strengthened walls was found to be significantly higher than that of the un-strengthened walls and had much more ductile performance. L and Doherty, K. This paper presents the results of static and dynamic tests on un-reinforced brick masonry wall panels subject to out-of-plane loading.
The experimental results indicate that displacement, rather than inertia force amplitude, determines whether an un-reinforced masonry wall will collapse during inertial seismic loading.
An empirical force displacement relationship is proposed that can be used for a substitute structure in a displacement based method of analysis. H and Patoary, M. Thirty masonry walls strengthened using three different fiber-reinforced polymer FRP systems, with three anchorage methods, were fabricated and tested under a concentrated load over a mm square area or a patch load over a mm square area.
The test results indicated a significant increase in the out-of-plane wall strength over the un-strengthened wall. While failure occurred in the un-strengthened wall by bending, four different mode failure, that is punching shear through the bricks, de- bonding of FRP reinforcement from the masonry substrate, crushing of bricks in compression, and tensile rupture of FRP reinforcement, were observed in the strengthened walls, depending on the types and configuration of FRP and anchorage systems.
With appropriate surface preparation and anchorage systems, premature failure due to FRP de-bonding is prevented. Based on the principles of strain compatibility and force equilibrium, simple analytical models are presented to predict the ultimate load carrying capacity of the strength. The In-plane rocking behaviour of un-reinforced masonry walls is generally perceived as a stable desirable behaviour.
However, there may be instances where the available lateral resistance of such walls would be in-adequate. In that perspective, fiberglass strips were applied to damaged un-reinforced masonry URM shear wall to increase theie inplane lateral load resisting capacity. This paper reports on the dynamic response and behaviour of the full scale one story un-reinforced brick masonry building specimen having a flexible wood floor disphragm. The use of optical fiber sensors for monitoring civil engineering structures is increasing continuously.
One of the most frequently applied sensor types is the so called Bragg sensors, which is primarily used to measure structural deformations.
This paper describes the development of the load cell, based on Bragg sensors, to measure the forces in the ground anchors of the quay wall. The test results compared well with the analytical predictions. This paper presents an overview of a demonstration project in which corroding pre- stressed piles located in tidal waters were wrapped underwater using carbon and glass fiber reinforced polymer material. An innovative instrumentation scheme was developed to allow assessment of the pre-wrap and post-wrap corrosion state using linear polarization.
This system is simple to install and eliminate the need for wiring and junction boxes, the underwater wrap used to unique water activated urethane resin system that eliminated the need for cofferdam construction.
Linear polarization measurements taken before and after wrapping indicate that the corrosion rate in the wrapped specimens is consistently lower than those in its un-wrapped counterpart.
These preliminary findings are encouraging and suggest that underwater wrapping without cofferdam construction may provide a cost effective solution for pile repair. K, Salonikios, T.
N and Kappos, A. The behaviour of six Specimens were first repaired by removing heavily cracked concrete. The specimens were then strengthened using FRP sheets and strips, with a view to increasing flexural as well as shear strength and ductility. R and Elgaaly, M. An experimental investigation was conducted to study the in-plane behaviour of face shell mortar bedded un-reinforced masonry URM wall assemblages retrofitted with fiber reinforced polymer FRP laminates.
Forty two URM assemblages were tested under different stress conditions present in masonry shear and infill walls.
Tests included prisms loaded in compression with different bed joints orientation, diagonal tension specimens, and specimens loaded under joint shear. G and Khattab, M. In this multilaminate model, the masonry assemblage is replaced by an equivalent material which consists of a homogenous medium intersected by two sets of planes of weakness along the head and bed joints.
The flexural bond strength of masonry in particular is needed for the design of masonry walls subjected to horizontal forces applied normal to the face of the wall, such as wind forces. Researchers and standards have suggested different kinds of specimens and test procedures to determine the flexural bond strength. These include the test on wallettes small walls , the bond wrench test, the Brench test, the direct tensile test, and the crossed couplet test. Each of these tests has its own drawbacks and problems.
This paper presents a test method to determine the flexural bond strength, f fb, by bending. The test could be used for laboratory research to investigate the many factors affecting bond strength and also for deriving design values for masonry standards.
The specimen is constructed from two brick units in a Z-shaped configuration, and three-point loading induces a flexural bond failure parallel to the bed joint. Three different types of clay brick, one calcium silicate brick, and three different types of mortar were used in the experimental program. The results derived show that the proposed new specimen and test procedure are capable of determining the flexural bond strength easily and accurately.
The need for structural rehabilitation of concrete structures all over the world is well known and a great amount of research is going on in this field. The use of carbon fiber reinforced polymer CFRT plate bonding has been shown to be a competitive method with regard to both structural performance and economic factors.
This method consists of bonding a thin carbon fiber laminate or sheet to the surface of the structure to act as an outer reinforcement layer. However most research in this area has been undertaken to study flexural behaviour.
This paper deals with shear strengthening of reinforced concrete members by use of CFRT. Test on rectangular beams 3.
This strain field in shear spans of beams simultaneously subjected to shear and bending is also studied. The tests presented also contribute to the existing literature on tests of concrete members strengthened for increased shear capacity.
Over the past few decades, the interest in strengthening of historical tuff masonry structures has led to developing specific and non-invasive architectural and engineering strategies. In the present paper, a comprehensive experimental program on tuff masonry panel is presented; the results are intended as a contribution to the knowledge of in-plane behaviour of tuff masonry strengthened with composite materials. H and Al-Salloum, A.
The present paper investigates the suitability and effectiveness of fiber-reinforced polymer FRP in strengthening and or repairing un-reinforced masonry infill walls in reinforced concrete frames which are subjected to in-plane seismic or cyclic loading.
For this purpose, a detailed experimental program was conducted. Specimens geometry, test setup, instrumentation, and a loading procedure that simulates earthquake loadings are presented in a detailed fashion. The in-plane seismic response of post tensioned concrete masonry walls with openings is investigated by means of shake table testing.
A test program was initiated to verify the seismic performance of a wall system for use in residential construction. Two single story in-plane wall tests were conducted initially to study the effect of door and window openings and wall corners. This paper reports on investigation of the effects of fire on long span truss floor systems in a tall building environment.
The effect of the fire spread over multiple floors of a building are the focus of this research. Home Products Wall Veneer Brick. Floor Veneer Brick Pavers. Full Brick. Continuous Insulation CI. Thick Set System. Thin Set System. Shipping - Now Discounted! Our product ships nationally and internationally from multiple locations in United States.
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